Steven F. Bartlett, Ph.D. P.E Associate Professor

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Presentation transcript:

Seismic Restraint System for Expanded Polystyrene (EPS) Bridge Support Systems Steven F. Bartlett, Ph.D. P.E Associate Professor Department of Civil and Environmental Engineering October 11, 2016

Temporary Bridge Supported on EPS Lokkeberg Bridge, Norway

Temporary Bridge Supported on EPS Grimsoyveien Norway

Permanent Bridge Supported on EPS EPS block Hjelmungen bru, Norway

Wasatch Fault at Little Cottonwood Canyon Earthquake Hazard Wasatch Fault Wasatch Fault at Little Cottonwood Canyon

Modes of Excitation / Failure Internal Stability Interlayer Sliding Horizontal Sway and Shear External Stability Basal Sliding Rocking and Uplift

Conceptual Vertical Freestanding Support Embankment

Conceptual Sloped Trapezoidal Support Embankment

Sizing the Potential Span Lengths of the Bridge

Sizing the Potential Span Lengths of the Bridge

Numerical Model for Freestanding Embankment – Seismic Excitation

Modes of Excitation / Failure Internal Stability Interlayer Sliding Horizontal Sway and Shear External Stability Basal Sliding Rocking and Uplift

Interlayer Sliding Evaluations

Shear Keys to Prevent Sliding Sliding begins in the numerical model at about 0.5 g horizontal acceleration. Can be arrested up to 1.0 g with shear keys and cabling.

Modes of Excitation / Failure Internal Stability Interlayer Sliding Horizontal Sway and Shear External Stability Basal Sliding Rocking and Uplift

Basal Sliding Without embedment of the EPS embankment, basal sliding began at about 0.6 g; however with about 1 to 1.4 m of embedment, basal sliding resistance can be increased to 1 g.

Modes of Excitation / Failure Internal Stability Interlayer Sliding Horizontal Sway and Shear External Stability Basal Sliding Rocking and Uplift

Determining Allowable Stress in EPS for Internal Seismic Stability Evaluations – Current Guidelines

Cyclic Triaxial Testing and Post-Cyclic Creep

Test Protocol Apply vertical stress associated with 1 percent vertical strain and measure pre-cyclic creep strain (represents allowable dead load for design). Allow creep to occur under dead load (pre-cyclic creep strain). Cycle specimen to additional stress to higher strain levels (at least 1 percent additional axial strain. Measure cyclic strains Re-apply dead load stress (1 percent strain value) Measure post-cyclic creep strain

Pre-Cyclic Creep Strain

Pre-Cyclic Creep Strain

Example Test Results - Cycling

Cyclic Strains

Post-Cyclic Creep Strain

Post-Cyclic Creep Strain Results

Recommended Allowable Stress Levels

Acceleration Versus Peak Shear Stress Resulting from Horizontal Sway

Compressive Resistance Versus Axial Strain Shear resistance can be increased by using high density EPS and by cabling system to restrict sway mode.

Cabling and Restriction of Sway

Modes of Excitation / Failure Internal Stability Interlayer Sliding Horizontal Sway and Shear External Stability Basal Sliding Rocking and Uplift

Uplift Evaluations

Uplift Evaluations

Uplift Evaluations – Peak Stress at Corner

Title

Questions